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23  WEST  MAIN  STRE'iT 

WEBSTER,  N.Y.  Ko80 

(716)  872-4503 


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CmM/ICMH 

Microfiche 

Scries. 


CIHM/ICMH 
Collection  de 
microfiches. 


Canadian  Institute  for  Historical  Microreproductions  Institut  Canadian  de  microreproductions  historiques 


1980 


Technical  and  Bibliographic  Notes/Notes  techniques  et  bibliographiques 


The  Institute  has  attempted  to  obtain  the  best 
original  copy  available  for  filming.  Features  of  this 
copy  which  may  be  bibliographically  unique, 
which  may  alter  any  of  the  images  in  the 
reproduction,  or  which  may  significantly  change 
the  usual  method  of  filming,  are  checked  below. 


L'Institut  a  microfilm^  le  meilleur  exemplaire 
qu'il  lui  a  6X6  possible  de  se  procurer.  Les  details 
de  cet  exemplaire  qui  sont  peut-dtre  uniques  du 
point  do  vue  bibliographique,  qui  peuvent  modifier 
une  image  reproduite,  ou  qui  peuvent  exiger  une 
modification  dans  la  m^thode  normale  de  filmage 
sont  indiqu6s  ci-dessous. 


The 
to  t 


The 
pos 
oft 
film 


n 


Coloured  covers/ 
Couverture  de  couleur 


□    Covers  damaged/ 
Couverture  endommag^e 

□    Covers  restored  and/or  laminated/ 
Couverture  restaurde  et/ou  pellicul6e 

□    Cover  title  missing/ 
Le  titre  de  couverture  manque 

I      I    Coloured  maps/ 


n 


D 


Cartes  g^ographjques  en  couleur 


ni° 


D 


Coloured  ink  (i.e.  other  than  blue  or  black)/ 


ere  de  couleur  (i.e.  autre  que  bleue  ou  noire) 


□    Coloured  plates  and/or  illustrations/ 
Plane 


iches  et/ou  illustrations  en  couleur 


Bound  with  other  material/ 
Relid  avec  d'autres  documents 

Tight  binding  may  cause  shadows  or  distortion 
along  interior  margin/ 

La  reliure  serree  peut  causer  de  I'ombre  ou  de  la 
distortion  le  long  de  la  marge  intdrieure 

Blank  leaves  added  during  restoration  may 
appear  within  the  text.  Whenever  possible,  these 
have  been  omitted  from  filming/ 
II  se  peut  que  certaines  pages  blanches  ajout^es 
lors  d'une  restauration  apparaissent  dans  le  texte, 
mais,  lorsque  cela  dtait  possible,  ces  pages  n'ont 
pas  6t6  film^es. 

Additional  comments:/ 
Commentaires  suppldmentaires; 


□    Coloured  pages/ 
Pages  de  couleur 

□    Pages  damaged/ 
Pages  endommagdes 

□    Pages  restored  and/or  laminated/ 
Pages  restaurSes  et/ou  pellicul^es 


U 


Pages  discoloured,  stained  or  foxed/ 
Pages  ddcolordes,  tachetdes  ou  piqudes 


□Page^  detached/ 
Pages  ddtachdes 

□    Showthrough/ 
Transparence 

□    Quality  of  print  varies/ 
Qua'iitd  indgale  de  I'impression 

I      I    Includes  supplementary  material/ 


D 


Comprend  du  materiel  supplementaire 

Only  edition  available/ 
Seule  Edition  disponible 


Pages  wholly  or  partially  obscured  by  errata 
slips,  tissues,  etc.,  have  been  refilmed  to 
ensure  the  best  possible  image/ 
Les  pages  totalement  ou  partiellement 
obscurcies  par  un  feuillet  d'errata,  une  pelure, 
etc.,  ont  6t6  filmdes  d  nouveau  de  facon  6 
obtenir  la  meilleure  image  possible. 


Ori( 
beg 
the 
sior 
oth 
firs 
sior 
or  i 


The 
sha 
TIN 
whi 

Ma 
diff 
ent 
beg 
righ 
req 
mei 


-U. 


This  item  is  filmed  at  the  reduction  ratio  checked  below/ 

Ce  document  est  film6  au  taux  de  reduction  indiqu6  ci-dessous. 


lOX 

14X 

18X 

22X 

26X 

30X 

y 

12X 

16X 

20X 

24X 

28X 

32X 

■<Si£M^^i!&^ii£, 


The  copy  filmed  here  has  been  reproduced  thanks 
to  the  generosity  of: 

Library  of  the  Public 
Archives  of  Canada 


L'exemplaire  film6  fut  reproduit  grdco  d  la 
gdn6rosit6  de: 

La  bibliothdque  des  Archives 
publiques  du  Canada 


The  images  appearing  here  are  the  best  quality 
possible  considering  the  condition  and  legibility 
of  the  original  copy  and  in  keeping  with  the 
filming  contract  specifications. 


Les  images  suivantes  ont  dtd  reproduites  avec  le 
plus  grand  soin,  compte  tenu  de  la  condition  et 
de  la  nettetd  de  l'exemplaire  film6,  et  en 
conformity  avec  les  conditions  du  contrat  de 
filmage. 


Original  copies  in  printed  paper  covers  are  filmed 
beginning  with  the  front  cover  and  ending  on 
the  last  page  with  a  printed  or  illustrated  impres- 
sion, or  the  back  cover  when  appropriate.  All 
other  original  copies  are  filmed  beginning  on  the 
first  page  with  a  printed  or  illustrated  impres- 
sion, and  ending  on  the  last  page  with  a  printed 
or  illustrated  impression. 


Les  exemplaires  originaux  dont  la  couverture  en 
papier  est  imprimde  sont  film6s  en  commenpant 
par  le  premier  plat  et  en  terminant  soit  par  la 
dernidre  page  qui  comporte  une  empreinte 
d'impression  ou  d'illustration,  soit  par  le  second 
plat,  selon  le  cas.  Tous  les  autres  exemplaires 
originaux  sont  film^s  en  commengant  par  la 
premidre  page  qui  comporte  une  empreinte 
d'impression  ou  d'illustration  et  en  terminant  par 
la  dernidre  page  qui  comporte  une  telle 
empreinte. 


The  last  recorded  frame  on  each  microfiche 
shall  contain  the  symbol  —^(meaning  "CON- 
TINUED"), or  the  symbol  V  (meaning   "END  "). 
whichever  applies. 


Un  des  symboles  suivants  apparaitra  sur  la 
dernidre  image  de  cheque  microfiche,  selon  le 
cas:  le  symbole  —^  signifie  "A  SUIVRE",  le 
symbole  V  signifie  "FIN". 


Maps,  plates,  charts,  etc.,  may  be  filmed  at 
different  reduction  ratios.  Those  too  large  to  be 
entirely  included  in  one  exposure  are  filmed 
beginning  in  the  upper  left  hand  corner,  left  to 
right  and  top  to  bottom,  as  many  frames  as 
required.  The  following  diagrams  illustrate  the 
method: 


Les  cartes,  planches,  tableaux,  etc.,  peuvent  dtre 
filmds  d  des  taux  de  reduction  diffdrents. 
Lorsque  le  document  est  trop  grand  pour  etre 
reproduit  en  un  seul  cliche,  il  est  film6  it  partir 
de  Tangle  sup6riei<r  gauche,  de  gauche  d  droite, 
et  de  haut  en  bas,  en  prenant  le  nombre 
d'images  ndcessaire.  Les  diagrammes  suivants 
illustrent  la  mdthode. 


1 

2 

3 

1 

2 

3 

4 

5 

1 

6 

» 
» 


* 


tkA. 


5 


^ 


REPORT 


...  ON  THE  ,  .  , 


flAiN   Sewerage 


. .    OF  THE . .  . 


CITY    OF  OTTAWA 


1^ 


•  • . BY  . , 


RUDOLPH    HERINQ, 

Hydraulic    and    Sanitary    Engineer, 
NEW    YORK. 
May,  i897. 


> 


ulkjAuAtdkJ 


J 


N 


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^i^fi';:t.;^i?K^^^'i^f!f^smmf!mf. ' 


REPORT 


.  .  .  ON  THE  ,  . , 


riAiN   Sewerage 


..  .  OF  THE 


CITY    OF  OTTAWA 


...  BY 


RUDOLPH    HERINQ, 

Hydraulic    and    Sanitary     Engineer, 
NEW    YORK. 
May,  i897. 


W' 


t^W4iS>ii<mr'-> 


New  York,  Mav  31,  1897. 

The  Main  Drainage  Conunittee,  Ottawa,  Ont., 

C.  Berkeley  Foxvell,  Esij.^  Chairman  , 
Gentlemen, — 

In  accordance  with  the  action  of  Council  on  February  ist,  1897, 
and  a  request  from  your 'Chairman,  I  visited  your  city,  February  15th  to 
19th,  for  the  purpose  of  making  an  examination  of  the  territory  with  a 
view  to  giving  you  an  opinion  as  to  the  best  method  of  sewerage  and 
drainage  for  the  undrained  portions  of  the  city. 

Two  plans  had  already  been  presented  for  the  same  purpose  ;  one 
prepared  by  your  City  Engineer,  Mr.  Robert  Surtees,  supplemented  by 
Mr.  E.  H.  Keating,  City  Engineer  of  Toronto,  and  the  other  by  Messrs. 
Keefer  &  Davy. 

Both  plans  had  in  turn  been  submitted  to  the  voters  and  were  de- 
feated. The  reasons  for  voting  down  these  plans,  as  I  was  given  to 
understand,  were  that  the  first  one  appeared  to  be  too  expensive,  and 
that  the  seconu  discharged  a  large  proportion  of  the  sewage  into  the  tail- 
race  of  the  waterworks,  from  which  discharge  subsequent  trouble  was 
anticipated. 

The  instructions  I  received  from  your  Chairman  were  to  the  effect 
that  the  city  desired  to  know  which  of  these  plans,  or  which  other  plan, 
was  the  best  one  and  the  cheapest  one,  in  my  opinion,  to  properly  drain 
the  undrained  portions  of  Ottawa.  The  undrained  part  of  the  city  con- 
sists of  1733  acres,  entirely  unprovided  for,  and  266  acres  imperfectly 
provided  for,  or,  a  total  of  1999  acres. 

During  my  visit  to  your  city  I  examined  the  territory  as  fully  as  I 


deemed  necessary,  in  order  to  acquaint  myself  with  its  topographical 
features,  and  with  such  other  conditions  as  it  was  necessary  to  consider. 
Since  then  I  have  been  furnished  with  copies  of  the  reports  and  plans 
previously  made,  and  also  with  such  other  data  as  were  necessary  for  my 
purpose. 

The  question  before  me  could  not  be  answered  quickly.  Although 
it  was  not  necessary  to  furnish  you  with  details  regarding  the  proposed 
works,  but  only  with  a  gene''al  plan  and  an  opinion  as  to  the  main  gen- 
eral features  of  a  proper  system,  yet,  in  order  to  fix  upon  these  features 
so  as  to  meet  the  objectionable  points,  and  at  ^he  i.r.m'?  time  to  present 
a  solution  that  accorded  with  the  general  desire  of  the  public,  required 
a  considerable  amount  of  study. 

The  problem  in  brief  relates  to  a  system  of  main  sewers  which  will 
collect  and  remove  both  the  sewage,  or  foul  water,  and  the  surface  water 
from  those  portions  of  the  city  of  Ottawa  mentioned  above  for  which  in 
these  respects  public  works  are  not  yet  provided.  It  further  relates  to 
a  proper  disposal  of  this  sewage  so  that  it  can  neither  cause  a  nuisance 
to  the  citizens  nor  be  objectionable  to  them  in  any  other  way. 

To  ascertain  the  best  method  of  collection  it  was  necessary  first 
to  determine  where  and  how  the  sewage  could  be  safely  and  economi- 
cally disposed  of.  I  have  therefore  divided  the  report  into  three  main 
divisions,  treating,  first,  of  the  final  disposal  of  the  sewage  ;  secondly,  of 
the  collection  of  the  sewage,  and  thirdly,  stating  the  estimates  of  cost 
and  conclusions. 


FINAL  DISPOSAL  OF  THE  SEWAGE. 

There  are  several  methods  of  finally  disposing  of  the  foul  waters 
collected  in  a  large  community.  The  best  at  present  known  is  a  puri- 
fication of  the  sewage  by  filtration  through  porous  soil  at  a  slow  rate, 
varying  from  ^inch  to  2  inches  vertically,  per  day,  by  which  the  organic 


Al 
charge 
dilute 
oxidize] 
sewageJ 
into  a 
and  th« 
will  sue 


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plans 

for  tny 


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present 

equired 

jich  will 
:e  water 
Bvhich  in 
elates  to 
nuisance 


jsary  first 
economi- 
iiee  main 
:ondly,  of 
IS  of  cost 


Dul  waters 

is  a   puri- 

,  slow  rate, 

;he  organic 


matter  is  almost  wholly  oxidized  and  the  bacteria  are  practically  all 
removed.  Such  a]method  has  been  in  use  for  many  years,  particularly 
in  English  towns,  and  gives  entire  satisfaction.  It  is  necessary,  however, 
to  have  a  sufficient  area  of  suitable  soil,  suitably  prepared  by  leveling, 
subdraining,  and  a  subdivision  into  beds,  upon  which  the  sewage  is  dis- 
tributed intermittently  by  especially  constructed  carriers.  In  other  words 
this  process  requires  a  certain  amount  of  land  and  entails  an  annual 
expense 

Where  such  land  is  not  obtainable  and  it  is  nevertheless  required 
to  remove  the  decomposable  organic  matter  from  the  sewage,  another 
method  has  been  developed,  likewise  mainly  in  England,  by  which  the 
suspended  organic  matter  is  precipitated  from  the  sewage  in  tanks 
specially  built  for  the  purpose.  The  precipitation  is  produced  by  a 
mixture  with  certain  chemicals,  such  as  lime,  sulphate  of  alumina  of 
salts  of  iron.  These  chemicals,  cause  a  coagulation  of  the  organic  mat- 
ter, and,  as  the  resulting  flocculent  subsiance  produced  thereby  settles 
to  the  bottom  of  the  tanks,  it  carri  s  with  it  the  other  suspended  matters 
not  coagulated  and  also  most  of  the  bacteria  of  the  sewage.  The  super- 
natant liquid  is  allowed  to  flow  off  into  a  water  course,  freed  as  ex- 
perience demonstrates,  of  about  one-half  of  its  organic  matter,  but  clear 
in  appearance.  The  deposited  matter,  called  sludge,  is  then  taken  from 
the  tanks  and  its  water  removed  by  the  pressure.  The  pressed  sludge 
is  sometimes  sold  as  manure  of  an  inferior  quality,  but  generally  it  is 
wasted,  and  dumped  upon  suitable  ground,  or  burned. 

A  third  method  of  disposing  of  the  sewage  of  large  cities  is  to  dis- 
charge it  into  a  body  of  water,  of  sufficient  volume  or  size  to  thoroughly 
dilute  it.  The  oxygen  contained  in  the  river  or  lake  water  gradually 
oxidizes  and  thus  obliterates  the  objectionable  organic  matter  in  the 
sewage.  This  oxidation,  under  the  conditions  furnished  by  a  discharge 
into  a  lake  or  river  is  a  slower  process  than  the  oxidation  in  porous  soil 
and  the  practical  result  is  that  only  in  very  long  or  large  rivers  or  lakes 
will  such  an  obliteration  of  the  sewage  take  place.     It  has  been  correctly 


I 


6 

stated  in  England  that  no  river  in  that  country  is  large  enough  to  com- 
pletely oxidize  sewage  matter  discharged  into  it. 

The  advantage  to  be  expected  from  a  discharge  into  a  river  is  a 
thorough  dilution,  which  causes  elow  decomposition^  rather  than  putre- 
faction, and  therefore  renders  the  sewage  at  once  inoffensive.  J\trri 
passu  there  is  a  gradual  reduction  in  the  number  of  sewage  bacteria, 
and  probably  also  of  pathogenic  bacteria.  Little  is  known  regarding 
the  length  of  time  the  latter  will  continue  to  exist  in  running  water  of  a 
given  composition.  But  it  is  known  that  those  bacteria  which  are  sup 
posed  to  be  the  cause  of  typhoid  fever  and  diarrhoeal  and  similar 
diseases  will  not  all  perish  for  several  weeks. 

Of  the  above  three  methods  of  sewage  disposal  the  latter  is,  in  the 
present  case,  by  far  the  least  expensive.  It  necessitates  merely  the 
construction  of  sewers  with  outfalls  leading  out  into  the  current  of  the 
river.  The  disposal  of  the  sewage  by  irrigation  or  filtration  would 
require  a  large  area  of  land  below  the  city  adapted  for  the  purpose,  and 
of  the  existence  of  "'hich  I  have  no  information.  But  it  is  evident  that 
the  cost  of  conducting  the  sewage  to  a  point  below  the  city,  preparing  a 
large  area  of  land  for  its  treatment,  and  then  paying  the  annual  expenses 
for  such  treatment,  would  be  quite  considerable 

A  system  of  chemical  treatment  at  a  point  below  the  city  would 
also  be  expensive.  Besides  the  cost  of  building  the  large  tanks  and  the 
necessary  pumps  and  sludge-pressing  machinery,  the  cost  of  operation, 
which  in  England  is  found  to  be  about  25  cents  per  annum  per  head  of 
population,  would  m  your  city  reach  a  still  higher  figure. 


dang 
catio 
delivi 


creati 
reside 

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with  J 
discha 
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City  01 
canal,  < 
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compar 
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dilutior 
sidered  I 
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lilutioni 
ionable 


A  disposal  of  the  sewage  of  your  city  into  the  Ottawa  river  is  an 
entirely  harmless  method.  It  can  not  be  positively  demonstrated  at  the 
present  time  that  such  a  disposal  will  contribute  serious  injury  to  any 
city  below,  where  a  water  supply  is  taken  from  the  same.  It  is  a  fact 
that  disease  bacteria  get  into  drinking  water  from  other  causes  than  by 
the  introduction  of  sewage.     If,  therefore,  the  water  is  to  be  free  from  fille,  ab 


If 

)tates  a| 


to  com- 


river  is  a 
an  putre- 
;.  J^arri 
bacteria, 
regarding 
water  of  a 
;h  are  sup 
id   similar 


;r  is,  in  the 
merely  the 
rent  of  the 
tion  would 
urpose,  and 
vident  that 
preparing  a 
jal  expenses 

city  would 
inks  and  the 
)f  operation, 

per  head  ot 


river  is  an 
itrated  at  the 
njury  to  any 

It  is  a  fact 
mses  than  by 


danger  it  should  for  this  reason  alone  be  subjected  to  a  special  purifi- 
cation, as  done  in  many  cities  of  Europe  immediately  before  it  is 
delivered  into  the  distribution  mains. 

The  question  to  be  examined  in  this  case  is  therefore  one  of 
creating  a  nuisance,  or  of  the  river  becoming  objectionable  to  the 
residents  along  the  shores. 

There  is  sufficient  experience  now  available  so  that  we  can  state 
with  a  high  degree  of  certainty  what  effects  wilt  be  produced  by  the 
discha-ge  of  a  given  anjount  of  sewage  into  a  given  stream.  An  ex- 
tensive investigation  on  this  subject  was  made  over  ten  years  igo  in  the 
City  of  Chicago,  where  it  was  found  necessary  to  construct  an  expensive 
canal,  costing  about  25,000,000,  for  the  purpose  of  receiving  the  sewage 
of  that  city,  and  of  diluting  it  with  lake  water,  so  that  it  would  not 
become  offensive  along  its  course,  or  subsequently  in  the  Illinois  River 
into  wh'ch  the  canal  water  is  discharged.  It  was  found  that  under 
comparatively  favorable  conditions  it  required  a  flow  of  four  cubic  feet 
per  second  of  lake  water  to  properly  dilute  the  sewage  of  1,000  persons. 
Upon  this  assumption  the  canal  has  recently  been  constructed.  Since 
then  other  investigations  have  been  made,  and  it  has  been  found  by 
examinations,  gaugings  and  analyses,  that  for  smaller  streams  a  greater 
dilution  is  advisable.  Altogether,  the  range  which  at  present  is  con- 
sidered to  be  the  doubtful  ground  is  a  dilu'^ion  of  the  sewage  with 
running  water,  having  a  flow  of  from  two  and  a  half  to  seven  cubic  feet 
per  second  for  each  1,000  persons  contributing  sewage.     A  less  dilution 

han  two  and  a  half  cubic  feet  is  sure  to  cause  a  nuisance  ;  a  greater 
lilution  than  seven  cubic  feet  is  not  known  ever  to  have  been  objec- 

ionable. 

If  we  apply  these  facts,  which  cover  experience  both  in  the  United 
States  and  Europe  to  the  case  before  us,  we  find  as  follows  : 

A  gauging  of  the  Ottawa  river  was  made  some  years  ago  at  Gren- 


)e 


free  from  f  iHe,  about   sixty  miles  below  Ottawa  and  it  was  found  that  the  low 


8 

water  flow  was  35,000  cubic  feet  per  second.  Another  gauging  was 
made  about  70  miles  above  the  city,  at  Portage  Dufort.  and  the  low  water 
flow  was  there  found  to  be  32,000  cubic  feet  per  second.  If  we  assume, 
endeavoring  to  be  on  the  safe  side,  the  extreme  low  water  flow  in  front 
of  the  city  of  Ottawa  at  30,000  cubic  feet  per  second,  and  adopting  the 
highest  figure  for  the  dilution  of  the  sewage,  that  has  anywhere  been 
found  advisable  ;  in  other  words,  if  we  assume  that  it  requires  a  flow  of 
seven  cubic  feet  per  second  to  dilute  the  sewage  of  each  1,000  persons, 
then  the  minimum  flow  of  the  Ottawa  river  during  the  fall  and  winter 
months  would  be  sufficient  to  receive  the  sewage  of  5,000,000  persons 
before  it  would  cause  a  nuisance. 

Stating  this  fact  in  another  way,  we  find  that,  assuming  the  popu- 
lation of  Ottawa  to  be  100,000,  (it  is  at  present  about  50,000),  the 
dilution  would  be  300  cubic  feet  per  second  for  each  1,000  persons,  or 
25,920  cubic  feet  per  day  (161,536  imperial  gallons)  for  each  person. 
This  indicates  that  the  dilution  would  be  over  forty  times  as  great  as 
has  elsewhere  been  found  necessary  in  the  most  unfavorable  case. 

It  is  known  that  more  sewage  can  be  properly  discharged  into  a 
river  having  a  low  temperature  than  where  its  temperature,  for  instance 
in  summer,  is  high.  This  fact  still  further  favors  a  discharge  into  the 
Ottawa  river,  the  temperature  of  which,  even  in  summer,  is  quite  low. 
It  is  said  never  to  reach  60*. 

On  the  other  hand,  there  are  some  unfavorable  features  due  to  the 
configuration  of  ^he  river  bed  in  frGnt  of  the  city.  While  a  stiong  cur- 
rent exists  in  <;ome  parts  of  it,  there  are  other  parts  where,  owing  to  the 
irregularity  of  the  shore  line,  we  find  slack  water  and  even  eddies.  It 
will  be  evident  that  where  there  is  no  constant  downward  current,  but 
slack  water  and  eddies  instead,  suspended  matter  w.ll  be  deposited, 
Tlius,  we  find  extensive  deposits  of  sawdust  and  waste  from  the  mills  at 
places  where  the  current  has  been  checked  and  ivS  velocity  is  insufficient 
to  carry  them  off. 


ng  was 
V  water 
issume, 
in  front 
;ing  the 
■e  been 
.  flow  of 
persons, 
1  winter 
persons 


he  popu- 
ooo),  the 
;rsons,  or 
1  person. 
3  great  as 
ase. 

ed  into  a 
instance 
into  the 

quite  low. 

due  to  the 
stiong  cur- 
ving to  the 
eddies.  It 
urrent,  but 

deposited, 
the  mills  at 

insufficient 


We  can  therefore  draw  the  conclusion  that  if  the  Ottawa  river  is  to 
receive  the  sewage,  the  outlets  must  be  in  the  current  and  not  near  the 
shore,  nor  at  points  where  the  sewage  can  get  into  slack  water  or 
eddies. 

A  few  sewers,  situated  along  the  shore  of  the  river  between  Bay  and 
Bank  streets  now  have  their  outlets  at  the  water's  edge.  This  condition 
necessarily  allows  deposits  to  take  place  and  must  therefore  occasionally 
cause  offense.  The  effects  of  discharging  sewage  out  into  the  current 
must  not  be  judged  by  the  effect  when  it  is  discharged  near  the  shore. 

In  order  to  deliver  sewage  into  a  stream  so  that  it  will  remain  in 
the  current,  it  is  necessary  to  carry  the  pipes  sufficiently  far  out  on  the 
bed  of  the  river  and  to  let  the  sewage  escape  30  that  there  is  a  large 
body  of  water  flowing  between  the  outlet  and  the  shore.  Then  the 
sewage  will  at  once  not  only  obtain  a  fair  degree  of  dilution,  but  it  will 
also  be  prevented  from  approaching  the  shore. 

These  results  presuppose  a  previous  screening  out  of  large  particles 
of  suspended  matter  which  would  otherwise  rise  to  the  surface  of  the 
river,  and,  while  floating  upon  it,  be  driven  to  the  shore  by  the  wind. 
Before  the  sewage  is  dropped  into  the  submerged  outlet  channel  it 
must  be  screened  and  the  screenings  especially  removed.  Their 
quantity  will  be  found  to  be  quite  small.  In  the  city  of  Boston  it 
amounts  to  only  a  cart-load  a  day  at  the  southern  sewage  pumping 
station.  In  the  city  of  Ottawa  it  might  not  be  more  than  a  couple  of 
wheelbarrow  loads  a  day  and  therefore  would  be  insignificant,  and  the 
cost  hardly  worth  mentioning. 

From  the  foregoing  considerations,  I  am  of  the  opinion  that  a  dis- 
charge into  the  Ottawa  river,  if  it  is  properly  arranged,  cannot  possibly 
be  objectionable  in  front  of  the  city,  and  I  have  no  hesitation  in  re- 
commending this  method  of  disposal. 

The  next  question  to  be  decided  is  at  what  points  along  the  river 
such  a  discharge  will  be  most  economical  and  most  suitable. 


—    12 


declarde;  les  deux  nations  envoient  des  rcnfortsA  leurs 
colonies  et  font  des  armemcnts  tout  en  protcstant  de 
Icurs  bonnes  dispositions  reciproques.  Les  Anglais 
dirigent  quatre  attaques  contre  les  principalcs  positions 
3es  Francais.  Kn  gendral,  cetie  campagne  leur  est  peu 
favorable. 

On  sort  enfin,  en  ijSo,  de  cette  situation  dquivoquc. 
La  guerre  de  Scpt-Ans  delate;  la  France  el  TAngleterre 
soni  ouvertemeni  aux  prises.  Un  eflbrt  dncrgiquc  est 
dirige  contre  notrc  colonic,  que  sa  mdtropole  abandonnc. 
Quebec  succombe  aprtis  d'heroiques  efforts  ct  le  Canada 
est  perdu  a  jamais. 

Je  donncrai  quelques  ddtails  sur  les  faits  qui  se  pas- 
serent  pendani  la  premiere  periode,  en  itisistant  surtout 
sur  le  meurtre  de  .lurnoiiville;  je  passerai  rapidcment 
sur  les  evJncmcnis  bien  connus  de  la  secondc,  et  je 
m'arreterai  dans  la  deruiere  sur  les  douloureuses  peri- 
pdtics  qui  ont  amend,  aux^plaincs  d'Abraham,  la  mort 
de  Montcalm,  )c  dcsasirc  de  nos  armees  ct  la  pcrtc  do 
notrc  colonic. 


II 


Pendant  le  cours  des  ndgociations  relatives  i\  la  delimi- 
tation des  fro  mi  (ires,  les  deux  peuples  ne  demeurerent 
pas  inactifs.  Les  Anglais  sV-tforcerent  de  s'dieniire  ver.s 
Touest;  de  I'Ktat  dc  New- York,  ils  gngn^rent  Ic  lac 
Ontario  ct  ctablircnt  sur  ses  bords  le  fori  Oswego,  tr6» 
dangercux  pour  rinlluencc  franv^aisc;  car  ils  pouvaicnt, 
en  coiistniisani  unc  lloitille,  sc  rcndrc  maitrcs  du  lac 
ct  intcrccptcr  ainsi  les  conununicatious  des  Franv;jiii«  avcc 
la   valldc  dc   TOhio.  On  nc  pouvait,  en  ctfel,  la  gagncr 


-  i3  - 

facilement  en  partant  du  Canada  que  si  Ton  passait  du 
lac  Ontario  dans  le  lac  Erie.  Plus  au  sud,  les  marchands 
anglais  appartenant  aux  colonies  de  la  Virginic  et  de 
la  Pensylvanie  franchissaicnt  la  barridie  des  monts  Alle- 
ghanys  et  pcndtraient  dans  la  vallde  de  I'Ohio.  Ilr,  s'etfor- 
ijaient  de  gagner  les  tribus  indiennes  aux  intdrets  de  la 
Grande-Bretagne,  et  de  ruincr  TinHuence  que  nos  colons 
cxercaient  sur  ellcs. 

II  dtait  urgent  pour  noire  pays  de  maintenir  ouvcrtcs 
les  communications  enire  le  Canada  et  la  Louisiane,  ct 
dc  contenir  les  Anglais  derriere  les  monts  AlKglianys. 
Lc  marquis  de  la  Galissonniere,  qui  gouvcrnait  alors 
le  Canada,  cnvoya,  pendant  I'dte  de  !74(),  sous  les  ordrcs 
lie  Celoron  de  Bienville,  une  expedition  dont  lc  but  dtait 
de  renouvelcr  les  droits  de  1 1   France  u'ans  la  vallec  dc 

roiiio.  ■    . 

Cdloron  dc  Bienville  remonia  le  Saint-Laurent,  s'arreia 
au  fort  Frontcnac,  bati  A  rcxtrcmitd  orieuiale  du  lac 
Ontario,  traversa  cc  lac  en  dvitant  le  fort  Oswego,  cons- 
iruit  par  les  Anglais  sur  la  rive  mdridionale,  atteignit 
par  un  portage  le  lac  Chauicuquc  ct  gagna  enlin  ccttc 
panic  dc  rOhio  ou  de  la  Bellc-RiviOrc,  connuc  sous  lc 
nom  d'.Mleghany. 

La  France  n'avait  pas  ctabli  danscetic  vallec,  A  mi-dis- 
tance du  Canada  'tile  la  Louisiane.  des  forts  asacz  notn- 
brcux  ct  construits  de  fason  it  resister  sdricusem-.-m  it 
toutc  attaque.  l)\in  autre  c6td,  la  plupart  des  tribus 
indiennes  dtaicniddja  gagndes  par  les  marchamls  anglais, 
dont  quelqucs-uns.  franchi.wMil  mdme  la  vallde  dc 
I'Ohio,  avaicnt  pdndtrd  jusque  clicz  les  Osages,  au-dcli» 
du  Misb>isaipi. 

Celoron  df    Bienville  enterra  cu  divers  cudroii.s  dc> 


10 


Beginning  at  the  Chaudiere  Falls  there  are  six  points  which  I  have 
specially  considered  : 

a.  A  large  amount  of  water  (minimum  17x9  cubic  feet  sec.)  is  dis- 
charged into  the  river  from  what  is  known  as  the  Buchanan  channel 
A  suitable  point  of  discharge  is  therefore  into  the  Ottawa  River  just 
abo7>e  the  outlet  of  the  Buchanan  channel.  The  water  from  the  latter 
will  then  pass  down  the  river  between  the  shore  and  the  sewage,  and 
will  prevent  it,  even  in  its  highly  diluted  condition,  from  approaching 
the  southern  shore.  The  further  out  into  the  channel  the  outfall  pipe 
is  carried,  the  more  rapidly  the  dilution  will  be  accomplished  and  the 
quicker  will  the  sewage  disappear.  If  discharged  at  the  bottom  of  the 
river  it  would  in  fact  never  be  seen. 

b.  While  1  cannot  discover  any  good  reason  x  ly  a  discharge  of  the 
sewage  into  the  tail-race  from  the  water  works  can  ever  cause  a  nuisance 
on  account  of  the  great  dilution  which  will  be  given  to  it,  there  are, 
nevertheless,  circumstances  which  prevent  that  channel  from  being 
considered  as  the  best  place  of  discharge,  although  it  will  require  the 
least  outlay  of  money.  The  sewage  at  this  point  would  enter  a  current 
(minimum  400  cubic  feet  per  second)  flowing  along  the  southern  shore 
of  the  river  in  front  of  the  city.  I  understand,  further,  that  there  is  a 
possibility  of  a  dam  being  erected  at  the  foot  of  the  tail  race,  for  the 
purposes  of  navigation,  in  the  interest  of  the  owners  of  the  channel.  In 
such  a  case  there  would  be  an  objection  to  a  sewage  discharge  into  it, 
.because  the  resulting  slack  water  would  cause  a  deposit  of  fine  sewage 
matter.  Along  the  southern  shore,  below  the  outlet  of  the  tail-race, 
there  are  already  several  areas  of  slack  water  and  eddies  where  the 
same  results  can  be  expected.  The  sawdust  deposits  give  evidence  to 
substantiate  this  conclusion.  The  section  of  the  tail-race  constantly 
increases  in  depth  and  width,  causing  a  corresponding  reduction  of  the 
velocity,  which  fact  also  conduces  to  deposits.  Therefore,  I  have  not 
further  considered  a  discharge  of  sewage  into  the  tail-race. 


riverl 
is  cal 
wouJ 
on  i| 
sewa 
that! 


r.  The  next  location  considered  is  at   the   outfall  of  the   present 


11 


i  I  have 

.)  is  dis- 
hannel 
Liver  just 
the  latter 
irage,  and 
)roaching 
itfall  pipe 
d  and  the 
oni  of  the 

irge  of  the 
a  nuisance 
,  there  are, 
from  being 
require  the 
:r  a  current 
them  shore 
It  there  is  a 
ace,  for  the 
hannel.    In 
large  into  it, 
fine  sewage 
the  tail-race, 
s  where  the 
evidence  to 
ce  constantly 
uction  of  the 
e,  I  have  not 

the  present 


main  sewer.  It  is  situated  at  the  western  side  of  the  mouth  of  the 
Rideau  river,  and  is  a  very  good  location,  although  the  sewage  should 
not  be  discharged  at  the  shore,  but  by  means  of  a  submerged  pipe 
reaching  out  towards  the  channel.  The  reason  why  this  point  is  a  good 
one  lies  in  the  fact  that  the  sewage  will  be  carried  away  between  the 
body  of  water  discharged  by  the  Rideau  river  and  the  body  of  the 
Ottawa  :iver,  which  must  therefore  prevent  it  from  ever  reaching  the 
shores  below  the  city. 

d.  Another  outfall  which  has  "cceived  consideration  is  located  on 
the  eastern  side  of  the  mouth  of  the  Rideau  river.  It  has  been 
suggested  in  ail  the  previous  reports,  and  while,  for  reasons  stated 
above,  it  is  not  as  good  a  point  as  the  one  on  the  western  side  of  the 
Rideau  river,  it  can  nevertheless  be  made  quite  satisfactory,  if  the  out- 
let pipe  is  carried  a  little  further  towards  the  current  of  the  river  than 
in  the  other  case.  I  can  see  no  objection  to  this  outfall  if  the  above 
precaution  is  taken,  and  the  sewage  is  discharged  near  the  channel  and 
at  the  bottom  of  the  river,  thus  preventing  it  from  reaching  the  shore  of 
the  proposed  park  below. 

e.  An  outfall  has  been  suggested  at  a  point  of  rocks  located  in 
the  proposed  Park,  where  the  water  is  deep  and  where  there  is  said  to 
be  a  constant  and  strong  current,     No  objection  can  be  raised  against 
this  point,  other  than  the  expense  of  conducting  the  sewage  to  it,  if  it  is; 
discharged  away  from  the  shore. 

/.  Finally,  there  has  been  suggested  an  outfall  at  the  shore  of  the 
river  below  McKay's  Lake,  called  the  Rockcliffe  Outfall.  If  the  sewage 
is  carried  into  the  stream  by  means  of  a  submerged  pipe,  this  outfall 
would  also  be  perfectly  satisfactory.  Its  selection  would  depend  partly 
on  its  cost  and  partly  on  its  usefulness.  It  must  be  admitted  that  the 
sewage  leading  to  this  outfall  necessarily  passes  through  much  tenitory 
that  at  present  has  no  need  of  sewerage. 

It  is  therefore  seen  that  five  of  the  practicable  outfalls  that  have 


-  .ja£i^?aJit:.'.3ta.'A:. 


12 

been  exa.ained,  may  be  arranged  so  that  none  will  cause  any  objec- 
tionable results  whatever.  Their  preference  should  be  decided  upon  a 
basis  of  cost.  Sentimental  reasons,  it  is  true,  do  in  some  cases  also 
influence  .a  decision.  If  they  are  to  govern  in  this  case,  it  must  be 
understood  that  the  sentiment  is  to  be  paid  for  by  a  sum  of  money 
greater  than  that  which  necessity  and  propriety  alone  tvill  demand. 

Before  definite  recommendations  as  to  the  preferable  outfalls  can 
be  made,  the  second  main  question,  namely,  tha.  of  the  collection  of 
the  sewage,  must  be  carefully  considered. 

II. 
COLLECTION  OF  THE  SEWAGE. 

There  are  several  methods  according  to  which  local  sewerage  sys- 
tems are  built  to-day.  One  is  to  carry  off  the  sewage  and  the  rain  water 
in  the  same  channels  ;  a.^other  is  to  separate  the  two,  and  to  confine 
the  sewerage  syst  m  proper  to  the  removal  of  fowl  water  alone,  and  the 
other,  or  drainage  system,  to  the  removal  of  rain-water  alone. 

The  advantage  of  the  latter  or  separate  system,  is  found  where  the 
sewage  must  be  pumped  prior  to  disposal,  or  where  it  must  be  subjected 
to  an  artificial  purification.  In  such  instances  it  is  necessary  to  reduce 
the  quantity  of  sewage  as  much  as  possible,  and  then  it  will  generally 
be  less  expensive  to  build  a  double  system  than  a  single  one. 

In  your  city  neither  of  these  conditions  exists  and  therefore  the 
combined  system,  such  as  you  have  adopted  already,  is  the  proper  one. 
The  undrained  portions  of  the  city  therefore  should  likewise  be  sewered 
on  the  combined  system,  as  recomended  to  you  in  previous  reports. 

The  admission  of  rain-water  into  sewers  requires  that  they  be  made 
large  enough  for  the  water  from  very  heavy  and  sudden  d'  ifalls.  As 
the  cost  of  the  sewers  naturally  increases  with  their  size,  it  is  very  im- 
portant that  the  amount  of  rain  fall  they  are  to  carry  should  be  care- 
fully considered. 


ny  objec- 
;d  upon  a 
:ases  also 
must  be 
of  money 
land. 

itfalls  can 
lection  of 


erage  sys- 
rain  water 
o  confine 
;,  and  the 

where  the 
subjected 
to  reduce 
generally 

refore  the 
roper  one. 
le  sewered 
sports. 

f  be  made 

ifslls.  As 

very   im- 

i  be  care- 


— .(WO 


Herewith  enclosed  I  he^  to  hana 
use  which  Hull  Council  purposes  to  n 
borrowed  under  By-Law  J^o.  70,  whit 
the  approval  of  the  ratepayers  on  Mon 
next. 

The  revenue  has  been  estimated  \ 
existance  and  should,  largely  increa^i^ 
waterworks  to  these  streets,  through  t) 
ings  and  improvement  of  buildings  al 

The  wateT'wofhs  system  will  cvt 
MfUy  improved  by  the  doing  away  wit 
which  are  at  present  a  source  of  ireah? 

The  rate  of  interest  has'  been  tixed  at 
tiires  issued  in  April  last  and  upon  which 
rable  primium  (107.90).  You  will  thei 
proved  position  in  which  the  City  will  h 
expenditure. 

Hoping  that  it  will  meet  with  your . 


'  /  heg  to  hand  you  a  statement  of  the 
purposes  to  make  of  the  $58,500  to  he 
)  JSfo.  70,  which  will  he  suhmitted  for 
layers  on  Monday,  the  13th  Septenther 


'sn  estimated  upon  houses  actually  in 
%rgely  increase  with  the  extension  of 
'ets,  through  the  erection  of  new  huild- 
f  buildings  already  erected  thereon. 

fstem  will  at  the  safne  time  he  fMt>tu- 
)ing  away  with  dead  ends  or  blow  offs 
Duree  of  ireahness  and  loss. 


r^^. 


\as'  been  tixed  at  4ol^'  the  same  as  on  dehen- 

ind  upon  which  the  City  received  conside- 

You   will  therefore  see  the  greatly  im- 

the  City  will  be  placed  by  this  proposed 


neet  with  your  approval. 


(Jh)trrn<itiH  of  Water  -^S^sivjcs  CemiTnittee. 


iM 


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Street. 


Brewery  .. 
Fhilomen 
Regina  .... 
Victoria... 
Joshua 


Welliiiglon 

Catherine 

Ravine  &  Autumn. 

Rock 

Ivy  and  Ravine  .... 

Woburn 

Chandiere 

Lane 

Ann 

Chaudiere 


W"ight.... 

Albert 

Aioert ■ 

Charles — 
Chaudiere. 


Bridge 

Church 

Wall 

Ann 

Hanna  

St.  Florent 

St.  Henri 

St.  Hyacinlhe 
Ste.  Elienne... 
Chaudiere 


Alma 

St.  Joseph 
Ottawa 


Division 

Britannia  ... 

Albion 

Kent 

St.  Bernard  , 

Marston 

Stewart 

Ghamberlin 

Lome 

Cartier 


Totals. 


From 


End  lOin.Main. 
Chelsea  Road.. 


To 


.m 


Front .. 
Joshua. 


Regina 


Pump  House. 
Chaudiere  .... 

Wright 

Chaudiere  .... 

Rock  

Chaudiere  .... 
Catherine  .... 

Wall 

Chaudiere  .... 
Charles 


Bridge , 
Duke  .. 

Bridge 

it. 


Phi  lorn  on 


Charles. 


Duke. 


Victoria  .. 

Main 

Britannia 


Albion  . 
Division 


Kent 

Boult 

Marston  

Stewart 

Chamberlin 
Lome 


Size  of 
Main. 


Charles 

Queen 

End  of  Main  ... 

Queen 

St.  Hyacinlhe  .. 
QueiMi 


Victoria 


Brewery 

Autumn 

Ann  

Ivy 

Ends  of  Streets 
Near  Ravine... 
So' a  of  Woburn 
Chaudiere  .... 
W'st  of  Autumn 
Rock ••  • 

Chaudiere  .... 

Church  

Chaudiere 

Ik 

To  near  Albert 


10  inch 
G    " 
H 
G 
G 
G 


15 
5 
G 
5 
5  &  3 
5 
G 
3 
6 
a 


Queen  .. 
Wall  .... 
Hannah 


Bridge 


Wall 
Adelaide. 


Chaudiere 
Adelaide.. 


Ottawa  .... 
Britannia 
Alma 


Kent 

St.  Bernard 


a 


Britannia  

Stewart 

Chamberlin 

Lome 

Cartier 

Towards  Creek 


() 
G 
G 
() 
G 
G 
G 
() 
3 
G 

5 
G 


G 
G 
G 
G 
6 
G 
G 
G 
G 
G 


(I. 
ki 


a 

Ck 

u 
II 

a 

kC 

k( 
kk 


5  '• 

5  '• 

G  " 

G  " 

3  " 


(k 
ki 

a 


kk 
k. 
k. 
kk 
(I 


u 
(k 
kk 
•  k 

k; 
kk 
kk 

kC 

kk 
;k 


Hydrants 


Services 


1 

2 
«) 

2 


2 
I 


2 


0 

1 

3 


1 

3 

2 
0 


•  I 


2 
1 
1 


4 

3 
8 
5 


5 


10 
30 

*) 
12 
23 
IG 

4 
25 

3 

9 

7 

II 

15 

5 

39 
33 
3 
13 
20 
49 
20 
57 
10 
19 


24 
12 
18 


3 

32 
28 
2G 


5 
3 

7 
15 

564 


-stimated 
Cost 


;)  /  ■) 
402 
703 
940 
242 
G05 


00 
00 
15 
00 
40 
00 


3 
I 
3 
1 

2 
1 


000 

00 

080 

80 

733 

80 

422  90 

738 

10 

003 

70 

875 

00 

431 

00 

830 

00 

200 

00 

714 

00 

GOG 

00 

887 

00 

208  85 

344 

70 

089 
744 
291 
372 
3G5 
550 
GGl 
1G7 
224 
51 G 


50 
80 
75 
80 
G5 
55 
20 
4G 
80 
20 


2  4G5  G5 
1  100  80 
I  325  00 


323  00 

I  259  50 

1  179  50 

1  113  80 

380  50 

3G9  00 

298  30 

505  00 

484  00 

G82  00 


4 


■p 


« 


System,    shoMvzing    Estimated    Cost,    Revenue,    and 
c\    amounts    expended. 


.stimated 
Cost 


$  1  r)75  00 
402  00 
703  15 
040  00 
I  24-2  40 
005  00 

3  000  00 
I  OHO  80 
3  733  80 

1  422  90 
738  10 

2  003  70 
1  875  00 

431  00 

I  830  00 

200  00 


714 
OOO 
887 
208 
344 


00 
00 
00 
85 
70 


3  089  50 
I 


744  80 
291  75 
I  372  80 

1  305  65 

2  550  55 
601  20 

3  167  46 
224  80 

1  516  20 

2  465  65 
1  100  80 
1  325  00 


323  00 

1  259  50 

1  179  50 

1  113  80 

380  50 

369  f)0 

298  30 

505  00 

484  00 

682  00 


■^ToTAi. 
Estimated 
Cost. 


$   5  467  55 
3  000  00 


13  315  30 


Revenue 


3  820  55 


15  984  71 


891 


45 


6  594  60 


$53  074  16 


32 
40 
68 
52 
108 
64 


80 
250 

85 

96 
184 
128 

32 
200 

24 

72 
56 
88 
120 
40 

330 
264 

24 
104 
160 
392 
160 
456 

80 
152 

198 
100 
144 

24 
256 
224 
208 


Total 
Revenue 


56 
40 
24 
56 
120 


$  364 


Intkhest. 


2 

10 

10 

(> 

9 

10 


1  079 


376 


8p 

8p 

6p 
13  p 
10  p 

8p 
12  pc 
12  pc 

10  pc 
9  p  c 
10  p  0 
10  p  c 
12  p  c 


2  122 


442 


11 
15 
8 
8 
12 
15 
25 
15 
36 


pc 
pc 
pc 
pc 
pc 
pc 
pc 
pc 
pc 


10  p  c 

8  pc 

9  pc 
1  Of  p  c 

8  p  c 
20  p  c 
19  pc 
19  pc 


Total  Int, 


I  008 


5  391 


16  p  c 
15  p  c 
5  p  c 
12  p  c 
18  pc 


«)f  p  c; 


8  p  c 


RKMARKS 


Vacant  Lots  included 


Ik 


10  pc 


13ipc 


9pc 


15J  p  c 


10  p  c 


FR.A.n^K:   -A--    h:ibb.a.iii5. 


ENG[NEBR. 


i 


13 

In  view  of  the  experience  gained  elsewhere,  the  amount  of  rain  fall 
which  was  assumed  to  enter  the  main  sewer  in  the  first  plan,  is  too  small, 
as  pointed  out  by  Mr.  E.  H.  Keating,  The  amount  assumed  for  the 
main  sewer  by  Messrs.  Keefer  &  Davy  was  increased  to  about  double. 

While  in  my  opinion  the  latter  assumption  is  still  insufficient  to 
provide  for  the  water  which  will  eventually  run  off  the  city's  territory 
during  the  heaviest  rain-falls,  I  am  yet  ready  to  endorse  the  quantity 
recommended  by  Messrs.  Keefer  &  Davy,  as  relieving  the  city  for  a 
number  of  years  and  until  the  surface  becomes  much  more  impervious 
than  it  is  at  present. 

It  should  be  understood  that  the  amount  of  water  reaching  sewers 
from  a  given  rainfall  depends  largely  upon  the  physical  character  of  the 
ground  upon  which  it  falls.  If  this  is  porous  a  large  proportion  of  the 
rain  at  once  sinks  into  the  grourid.  If  it  is  covered  by  roof  surfaces 
and  improved  pavements,  then  very  little  water  will  sink  into  the  ground 
on  such  areas,  but  wiil  run  off  rapidly,  first  into  the  gutters  and  then 
into  sewers.  In  a  well  built-up  ciiy,  therefore,  it  is  necessary  to  provide 
for  the  removal  of  a  much  larger  quantity  of  water  from  the  same  storm 
than  would  be  necessary  in  a  city  where  the  streets  are  not  yet  paved 
and  where  the  houses  are  not  close  together. 

In  the  large  cities  of  the  United  States  provision  is  made  for  a 
greater  quantity  of  water  to  enter  the  sewers  than  has  been  made  in  the 
plans  prepared  for  your  city.  Judging  from  the  data  before  me,  the 
heaviest  rain-falls  are  neither  as  great  nor  as  frequent  as  in  the  United 
States,  therefore  the  same  necessity  for  conducting  so  largo  a  quantity 
of  water  underground  does  not  exist.  Rain-falls  of  one  inch  in  ten  min- 
utes occasionally  occur  in  the  eastern  and  southern  portion  of  the 
United  States,  I  have,  however,  a  record  of  a  rain  fall  in  your  city  of 
O.  52  inches,  as  having  fallen  in  ten  minutes  on  August  17th,  1896. 
The  water  from  such  a  rain-fall  might  be  carried  off  at  the  present  time 
without  causing  much  trouble.  But  when  the  area  of  your  city  becomes 
more  impervious,  some  of  your  streets  would  have  to  retain  a  good  deal 


14 

of  the  water  upon  their  surfaces   for  some   time  before    it  could    be  re- 
moved by  the  sewers. 

From  territory  adjoining  the  larger  water  courses,  the  surface  water 
should  be  allowed  to  run  off  into  them  over  the  surface  or  in  special 
drains,  in  order  to  economize  in  the  size  of  the  sewers.  Wherever 
practicable  this  has  been  so  arranged.  On  the  balance  of  the  territory 
the  quantity  of  storm  water  reaching  the  sewers  has  been  determined  by 
the  formula : 


Q  = 


V' A.         in  which 


dl 

al 

ri 
fd 
r| 


Q  =  the  quantity  of  storm  water  reaching  the  sewers,  in  cubic  feet 
per  second  per  acre. 

S  =  slope  of  water-shed  in  feet  per  r,ooo  feet. 

A  ^  area  of  water-shed  in  acres. 

The  amount  of  sewage  to  be  carried  off  has  been  assumed  to  equal 
150  Imperial  gallons  per  day  per  person,  half  of  this  quantity  reaching 
the  sewers  in  eight  hours.  The  average  density  of  population  in  the 
territory  to  be  provided  for  has  been  assumed  at  50  persons  per  acre. 

In  cases  where  it  is  not  objectionable  to  allow  the  street  water  to 
enter  natural  water  courses,  it  is  also  generally  not  objectionable  to 
allow  the  overflow  from  sewers,  taking  place  during  heavy  storms,  to 
enter  them.  In  order  to  economize  in  the  size  of  the  sewers,  it  is 
therefore  proper  to  make  use  of  any  opportunity  that  may  offer  for  an 
overflow  at  points  where  it  cannot  be  objected  to. 

There  are  two  water  courses  in  your  city  :  the  Rideau  canal  and 
the  Rideau  river.  It  is  not  permissible,  I  am  informed,  to  allow  any 
sewers  to  overflow  into  the  Rideau  canal.  But  there  can  be  no  objec- 
tion, with  certain  limitations,  to  an  overflow  into  the  Rideau  river, 
which  has  sufificient  water  to  receive  an  occasional  discharge  of  highly 


be  re- 


15 

diluted  sewage,  without  causing  any  offence  or  improper  results  ;  such 
an  overflow  will  not  carry  with  it  sediment  of  a  nature  to  deposit  in  the 
river  and  fill  up  the  channel.  It  will  take  place  only  during  heavy  ram- 
falls  and  always  in  advance  of  an  increased  discharge  of  the  river  itself, 
resulting  from  the  same  rain-fall,  which  would  prevent  deposit  and  carry 
any  diluted  sewage  away. 

Some  of  the  present  main  sewers  are  found  to  be  of  insufficient 
size.  The  sewer  on  Florence  and  Waverly  streets  which  finally  unites 
with  the  Slater  street  sewer,  now  discharges  into  the  main  sewer  east  of 
the  canal,  which  thereby  becomes  overcharged.  To  obviate  this 
trouble  it  has  been  proposed  to  intercept  the  storm  water  of  the  former 
and  discharge  it  into  the  main  sewer  proposed  for  the  undrained  por- 
tions of  the  western  part  of  the  city.  In  this  way  the  present  sewers 
can  regain  their  former  usefulness. 

After  these  preliminary  remarks,  it  is  npw  in  place  to  examine 
certain  general  projects  for  collecting  the  sewage  from  the  undrained 
territory. 

One  proposition,  the  one  originally  presented  by  your  City  Engineer, 
is  to  retain  the  present  sewage  discharge  at  the  water  works  tail-race 
(marked  on  the  plan  as  Outfall  "B")  and  allow  whatever  sewage  and 
rain-water  may  naturally  go  there  by  gravity,  to  be  permanently  dis- 
charged at  such  point.  • 

The  rest  of  the  territory,  lying  to  the  east  of  a  ridge  which  divides 
the  city,  roughly  speaking,  near  the  line  of  Bell  street,  is  provided  for 
by  a  main  sewer  going  to  the  eastward,  crossing  the  Rideau  canal, 
reacijing  the  Rideau  river  and  following  its  western  bank  as  far  as  St. 
Patrick  street,  where  it  crosses  to  Porter's  Island  and  finally  takes  the 
eastern  side  of  the  river  down  to  an  outfall  at  the  foot  of  John  street . 
(Out-fall  «'D.") 

This  proposed  sewer  is  to  intercept  the   storm  water   from   the 


p! 

ii 


16 

present  Florence  and  Waverly  street  sewer  at  the  intersection  of  Charles 
and  Cartier  streets,  but  it  allows  for  a  storm-water  overflow  at  the  foot 
of  Somerset  street,  where  it  first  reaches  the  Rideau  river. 

A  recalculation  of  this  project  has  been  made,  on  the  basis  of  pro- 
viding for  the  same  amount  of  storm  water  that  was  suggested  for  tht 
plan  presented  by  iMessrs.  Keefer  and  Davy.  This  was  done  for  the 
purpose  of  making  a  fair  comparison  between  the  two  plans. 

It  has  been  remarked  in  your  city  that  the  two  main  advantages  of 
this  project  would  be  a  discharge  of  most  of  the  city's  sewage  below  the 
mouth  of  the  Rideau  river  and  therefore  below  the  principal  part  of  the 
city,  and  that  there  would  be  a  more  natural  alignment  through  the 
city,  in  view  ot  the  fact  that  the  ridge  near  Bell  street  forms  the  divid- 
ing line  between  the  two  main  districts. 

With  reference  fo  the  first  claim,  I  must  refer  to  my  previous  re- 
marks upon  the  disposal  question,  and  conclude  that  there  is  no  specific 
advantage  in  the  location  ot  the  outfall  proposed  for  this  sewer.  The 
second  claim  must  be  decided  on  the  score  of  economy.  I  have  there- 
fore compared  this  system  with  the  others  solely  on  a  basis  of  cost. 

A  second  proposition  is  the  plan  which  has  been  presented  by 
Messrs.  Keefer  tV  Davy.  It  also  contemplates  the  division  of  the  city 
into  two  parts,  but  makes  the  Rideau  canal  the  dividing  line. 

The  western  part  of  the  city  is  to  be  provided  with  a  new  main 
sewer,  relieving  the  present  main  sewer  of  its  storm  water  at  Charles  and 
Cartier  streets,  and  then  extending  westerly  on  or  near  the  line  of  Isa- 
bella street  to  Preston  street,  and  thence  to  a  proposed  outfall  ("  B '') 
into  the  tail-race  below  the  water  works  pumping  station  The  main 
sewer  would  require  to  be  in  tunnel  through  the  ridge  near  Bell  street. 

The  eastern  part  of  the  city  is  to  be  provided  for  by  a  main  sewer 
starting  on  Templeton  street  and  reaching  the  Rideau  river  on  Somerset 
near  Riverside  avenue,  where  a  storm-water  overflow  is  to  be  provided, 


17 


and  then  following  virtually  the  same  line  to  the  same  outfall  ("D") 
previously  mentioned,  at  the  foot  of  John  street  east  of  the  mouth  of 
the  Rideau  river. 

A  third  proposition  contemplates  an  eastern  outfall  at  a  point  pro- 
jecting into  the  river  about  2,000  feet  below  the  John  street  outfall,  and 
marked  Outfall  "E"  on  the  plan.  The  collection  of  the  sewage  can  be 
made  as  suggested  either  in  the  first  or  the  second  propositions. 

A  fourth  proposition  has  since  been  made  contemplating  an 
eastern  outfall  below  Rockliffe  (Outfall  "F").  The  collecting  sewers 
are  the  same  as  in  the  former  cases,  except  that  at  St.  Patrick  street 
bridge  the  sewage  is  carried  eastward  to  the  Rockliffe  outfall  which  is 
near  the  mouth  of  the  stream  flowing  out  of  McKay's  lake.  The 
alignment  for  this  outfall  sewer  below  the  Rideau  river,  as  surveyed  by 
your  City  authorities,  might,  on  closer  investigation,  possibly  be 
shortened  and  otherwised  improved. 

A  fifth  plan,  otherwise  virtually  the  same  as  the  second,  has  the 
sewage  outfall  for  the  undrained  portion  of  the  Western  District  remov- 
ed from  the  water  works  tail-race  and  placed  in  the  channel  of  the 
Ottawa  river  above  the  mouth  of  Buchanan  channel,  at  a  point 
designated  Outfall  "A."  Where  the  proposed  western  main  sewer 
crosses  Bridge  street,  it  would  be  intercepted  by  a  24  inch  pipe,  which 
would  carry  the  sewage  to  this  outfall.  When  Crossing  Ottawa  street  it 
would  also  intercept  the  sewage  of  the  present  sewer  and  discharge  it  at 
the  same  outfall.  The  storm  water  would  continue  its  course  and 
discharge  into  the  tail-race  below  the  water  works.  The  outfall  for  the 
Eastern  District  wauld  be  at  the  foot  of  John  street, 

Finally,  a  sixth  plan  has  been  considered,  which  excludes  all 
sewage  from  the  tail-race  and  therefore  prevents  any  sewage  discharge 
into  the  river  above  the  present  outfall  near  McLaren's  Mills,  marked 
*'C,"  and  which  allows  only  a  small  amount  of  sewage  to  go  into  the 
Ottawa  river  at  the  two  present  outfalls  near  the  mouth  of  the  Rideau 


:* 


1^ 

river.  In  short,  nearly  all  of  the  sewage  would  be  intercepted  and 
carried  to  the  Rockcliffe  outfall  "F."  For  this  purpose  a  sewage 
pumping  station  would  be  located  near  the  present  water  works.  The 
sewage  of  the  entire  Western  District,  present  and  proposed,  would  be 
pumped  at  this  point  into  the  upper  end  of  the  present  Slater  street 
sewer  at  Bay  street.  In  this  sewer  it  would  run  by  gravity  as  far  as 
St.  Patrick  street,  thence  by  a  new  intercepting  sewer  on  this  street  to 
the  bridge  crossing  the  Rideau  river  and  continue  to  the  RockclifTe 
outfall. 

The  sewage  could  of  course  discharge  at  McLaren's  mills,  instead 
of  at  RocklifTe,  if  the  expense  of  the  latter  route  were  objected  to. 
When  the  Slater  street  sewer  becomes  surcharged,  then  a  special  sewer 
could  be  laid  on  the  same  or  on  an  adjoining  street  to  receive  the 
sewage  that  has  been  pumped.  If  laid  on  another  street  it  could  be 
made  larger  and  provide  also  for  the  storm  water  removal  on  that 
street. 

At  first  it  would  require  pumps  with  about  30  h.  p.  to  lift  the 
sewage.  After  the  present  undrained  districts  are  entirely  built  up  and 
have  a  population  as  dense  as  in  the  present  well  built-up  sections  of 
the  city  it  would  require  pumps  with   150  h.p. 

This  proposition  could  be  carried  out  by  collecting  the  sewage 
either  as  suggested  in  the  first  or  second  plans. 

All  of  the  above-mentioned  plans  are  feasible  and  would  give  per- 
fect satisfaction  in  their  results.  Preference  should  be  based  on  the 
question  of  cost,  into  which  we  shall  now  examine. 

III. 

ESTIMATES  OF  COST  AND  CONCLUSIONS. 

As  a  preliminary,  it  is  necessary  to  compare  the  cost  jf  collecting 
the  sewage  according  to  the  first  plan,  which  divides  the  drainage  areas 
near  Bell  street,  and  by  the  second  plan,  which  divides  them  at  the 
Rideau  canal. 


: 


s£ 


19 

The  fact  that  no  overflow  into  the  Rideau  canal  will  be  permitted, 
makes  it  necessary  in  the  first  plan  to  carry  all  the  storm  water  west  of 
the  canal  and  east  of  the  ridge  near  Bell  street  through  the  eastern 
district  as  far  as  the  Rideau  river,  before  such  an  overflow  is  practicable 
permissible.  Thus  a  sewer  of  such  large  dimensions  would  be  required 
that  its  cost  is  excessive. 

A  glance  at  the  map  will  explain  this  fact.  Theoratically  speaking, 
when  two  sewers  start  at  about  the  cenfe  of  a  territory  and  run  in 
opposite  direction,  then  each  will  drain  about  half  of  the  whole  territory. 
But  when  one  of  these  sewers,  in  addition  to  draining  one  half  must  be 
large  enough  to  receive  and  carry  off  also  the  water  from  the  other 
half,  then  it  must  have  double  the  capacity. 

While  this  conclusion  is  evident  by  itself,  it  has  been  further  de- 
monstrated by  an  estimate  of  cost  with  the  result  that  the  first  plan  of 
sewage  collection  would  cost  about  $33,628  more  than  the  second.  In 
arriving  at  this  figure  it  is  assumed  of  course  that  both  plans  provide  for 
carrying  off  an  equal  proportion  of  the  rain-fall,  for  a  discharge  of  the 
sewage  into  the  water  works  tail-race,  and  for  an  over  flow,  during  heavy 
storms  into  the  Rideau  river. 

The  excessive  cost,  thus  obtained,  is  not  due  to  the  use  of  the 
combined  system.  The  same  result  would  appear  if  the  separate  system 
were  used,  for  the  conclusion  is  based  on  the  condition  that  not  only 
sewage  must  be  kept  out  of  the  Rideau  canal,  but  also  most  of  the 
storm  water.  The  street  washings  would  carry  silt  and  dirt  into  the 
canal,  which,  while  not  objectionable  in  a  running  stream,  would  be  so 
in  the  level  stretches  of  a  canal. 

The  first  plan  should  therefore  be  rejected  on  the  score  of  economy, 
and  I  am  obliged  to  approve  in  general  of  the  method  of  alignment 
adopted  by  Messrs.  Keefer  &  Davy,  dividing  the  territory  by  the  canal 
into  an  eastern  and  western  district. 

After  having  reached  this  conclusion  it  is  necessary  to  again   take 


20 

up  the  outfall  question  and   from  among   the  locations  previously  men- 
tioned  determine  the  most  suitable  one   for  the  general  method  of  col 
lection  just  approved. 

Among  those  outfalls  which  I  have  considered  ecjually  good  from 
a  sanitary  point  of  view,  preference,  in  my  opinion,  should  be  given  to 
the  project  costing;  the  least. 

The  following  summary  of  the  estimates  of  cost  shows  the  total 
cost  of  each  project  in  such  a  manner  that  a  fair  comparison  can  be 
made. 

SUMMARY  OF  ESTIMATES  OF  COST. 

Recommended  7Va«.-Discharging  only  sewage  at  Outfall  "  A  "  only 
storm  water  at  Outfall  "B  "  and  sewage  and  storm  water  at  Outfall  -D." 

Western  Sewage  Interceptor,  Outfall  "  A  " $    xz  ±2-1 

Western  Main  Sewer,  Outfall  " B  " 220006 

Eastern  Main  Sewer,  Outfall  «  D '■  ,*!o\^ 

Bank  street  Relief  Sewer $^0,396  ^^^^'^°° 

Isabella  street  Relief  Sewer 34,019 

44,415 

$431,015 

Alternate  Plan  /.—Discharging  sewage   at    Outfall  "  A  ",    storm 
water  at  Outfall  "  B  "  and  sewage  and  storm  water  at  Outfall  "  E." 

Western  Sewage  Interceptor,  Outfall  "  A  " $    is  42^ 

Western  Main  Sewer,  Outfall  "  B  " 220006 

Eastern  Main  Sewer,  Outfall  "  E  " ^  .  .     1 72,' 186 

Bank  street  Relief  Sewer $10,396  ^"^'"'^'^ 

Isabella  street  Relief  Sewer. .  •  •  •  • 34!oi9 

■ 44,415 

$455,030 


—   29   - 


iin- 


villedemander  des  secourscn  Europe;  on  nelui  r^pondit 
que  par  dcs  refus.  Le  Canada  ne  pouvait  plus  compter 
que  sur  lui-meme, 

L'expedition,  qui  avait  Quebec  pour  objectif,  partit  de 
Louisbourg  au  mois  de  mai  1759;  elle  etait  sous  le 
commandement  de  Wolfe.  Vaudreuil  et  Teveque  de 
Quebec  adresserent  un  supreme  appel  a  la  population; 
les  enfants  depuis  lage  de  quinze  ans,  les  hommes 
jusqu'i  celui  de  soixante,  devaient  prendre  les  armes, 
Toutes  les  forces  de  la  colon ie  furent  concentrees  k 
Quebec,  sauf  Bourlamaque  qui  restait  a  Ticonderoga 
et  la  Corne  aux  rapides  du  Saint-Laurent. 

Wolfe  arriva  devant  Quebec,  pilla  les  environs  et 
bombarda  la  ville.  L'armeede  Montcalm  occupait  Tespace 
compris  entre  Quebec  et  la  riviere  Montmorency,  pr^s 
de  laquelle  ^tait  ^tabli  le  camp  de  Levis.  Les  Anglais 
I'attaquerent  et  furent  repousses,  3i  juillet  1759. 

Pendant  ce  temps,  Amherst  dirigeait  une  operation  sur 
le  lac  Georges,  juillet  1759.  Sur  Tordrc  de  Vaudreuil, 
Bourlamaque  abandonna  Ticonderoga  et  Grown  Point 
et  se  retira  a  I'lsle  aux  Noix  oil  la  defense  etait  plus  facile. 
Amherst  sMtablit  a  Ticonderoga;  il  s'y  fortitia  et  cons- 
truisit  des  navires  pour  domincr  les  lacs. 

Prideaux,  de  son  cote,  marchait  contre  le  fort  Niagara, 
defendu  par  le  capitaine  Pouchot  qui  appela  k  lui  les 
troupes  occupant  le  petit  Niagara,  le  Boeuf,  Venango  el 
Presqu'isle.  Prideaux  avait  en  passant  relev^  Oswego 
que  les  Francjais  cherchaient  vainement  k  occuper.  Mais 
un  corps  francais  venu  au  sccours  de  Niagara  fut  vaincu 
par  les  Anglais  et  se  retira  a  Detroit,  apres  avoir  brille 
Presqu^isle,  le  Boeuf  et  Venango,  et  laisse  tout  rOhio 
supereiur  aux  mains  des  Anglais.   Pouchot  leur  rendit 


22 

The  least  expensive  plan  is  that  which  discharges  the  sewage  from 
the  Western  district  into  the  river  current  above  the  Buchanan  channel 
and  from  the  Eastern  district  into  the  river  current  off  the  foot  of  John 
street.  For  this  reason  and  because  it  will  give  as  good  practical  results 
as  any  of  the  others,  it  is  the  plan  which  I  can  recommend  to  you. 

The  next  project  in  the  order  of  cost,  designated  as  Alternate  Plan 

I,  leaves  the  Western  district  treated  as  before,  but  removes  the  outfall 
for  the  Eastern  district  to  a  point  "E"  further  down  the  river.  I  can  see 
no  practical  advantage  in  this  removal  as,  in  either  case,  the  sewage  is 
equally  soon  dispersed  and  disappears  from  sight. 

The  next  project  in  the  order  of  cost,  designated  as  Alternate  Plan 

II,  again  leaves  the  Western  district  as  before,  but  the  Eastern  district 
has  its  outlall  below  Rockliffe.  This  project  costs  $31,435  more  than 
the  recommended  plan,  while  the  final  disposal  of  the  sewage  is  not  any 
more  efficient,  but  the  place  of  outfall  is  merely  removed  to  below  the 
city. 

I'inally,  the  projects  designated  as  Alternate  Plans  III  and  IV,  are 
the  most  expensive  but  have  a  certain  sentimental  value.  They  have 
for  their  object  the  interception  of  the  city's  sewage  and  the  discharge 
of  most  of  it  either  at  the  mouth  of  the  Rideau  river,  as  in  Plan  III, 
or  at  Rockliffe,  below  the  city,  as  in  Plan  IV.  The  cost  of  these  two 
plans  is  respectively  $30,625  and  $67,122  more  than  the  recommended 
plan  besides  the  annual  cost  of  pumping,  for  which  no  estimate  is  given. 
If  this  annual  cost  is  added  to  the  interest  on  the  outlay  for  the  con- 
struction of  the  works  (III  or  IV),  it  makes  either  of  the  pumping  pro- 
jects much  more  expensive  than  any  of  the  others. 

In  conclusion,  it  may  be  well  to  refer  to  a  few  of  the  detailed 
features  of  the  project  which  is  recommended  and  which  is  indicated  on 
the  accompanying  map  and  profile. 

The  alignment  is  shown  on  the  plan  in  full  red  lines  and  varies 
but  slightly  from  the  Keefer  and   Davy  plan.     The  most  important  of 


1 


23 

these  variations  is  the  manner  of  relieving  the  existing  '•  wer  on  Florence 
and  VVaverly  streets,  which  is  accomplished  at  two  points  instead  of  at 
one  point.  This  was  done  for  economical  reasons  as  the  total  cost  thus 
becomes  less.  The  excess  of  water  on  Florence  street  is  taken  off  at 
Bank  street,  instead  of  after  it  has  had  a  roundabout  course  to  Cartier 
street,  and  the  size  of  the  sewer  on  the  latter  street  is  reduced.  A  sewer 
also  for  local  purposes  is  thereby  provided  on  a  part  of  Bank  street. 

Dotted  red  lines  show  the  streets  where  tributary  interceptors  and 
branch  sewers  should  be  located,  when  required. 

The  principal  tributary  sewers  are  :  One  extending  from  the  main 
sewer  at  Isabella  and  O'Connor  streets  to  Centre  and  Bank  streets, 
passing  under  Patterson's  Creek  ;  and  the  other  extending  out  Preston 
street  passing  along  the  east  side  of  Dow's  Lake,  and  to  the  intersection 
of  Centre  and  Gordon  streets. 

There  should  be  a  storm  water  overflow  at  the  eastern  end  of 
Somerset  street  where  the  main  sewer  reaches  the  Rideau  river,  as  the 
river  is  sufficiently  large  to  provide  a  good  dilution.  To  make  sure  that 
no  trouble  will  arise  it  has  been  assumed  that  this  overflow  will  not  act 
until  the  sewage  is  diluted  twenty  times.  The  overflow  opening  must 
be  protected  by  a  flap  valve,  so  that  the  river  water  during  high  stages 
does  not  enter  the  sewer. 

The  Rideau  river  can  be  crossed  at  St.  Patrick  street  without 
depressing  the  sewer.  If  the  river  bed  is  lowered,  as  has  been  pro- 
posed, then  the  sewer  must  cross  as  an  inverted  siphon,  in  the  shape  of 
two  30  inch  steel  pipes,  laid  in  a  trench  on  the  bottom  and  surrounded 
with  concrete. 

The  present  sewer  on  River  Lane  would  be  replaced  by  the  pro- 
posed sewer  between  the  corner  of  Charles  and  John  streets  and  the 
Ottawa  river. 

The  alignments  not  only  of  the  main  trunk  system,  but  also  of  the 


24 

auxiliary  sewers  have  been  carefully  considered  wiih  reference  to  good 
service  and  economy. 

It  may  be  remarked  at  this  place  that  in  the  future  the  present 
sewer  on  Slater  street  will  recjuire  a  relief  from  storm  >vater  surcharge. 
This  can  be  arranged  by  an  overflow  drain  on  liank  street  or  O'Connor 
street  to  the  Ottawa  river ;  by  another  from  the  corner  of  Musgrove  and 
George  streets  to  Nepean  Point  ;  and  still  another  from  the  corner  of 
Cathcart  and  King  streets  to  the  Rideau  river. 

The  city  area  is  divided  by  special  tints  so  as  to  bring  out  clearly 
the  areas  now  drained,  those  to  be  relieved,  those  to  be  drained  by  the 
proposed  sewers,  and  those  from  which  the  surface  water  shall  continue 
to  run,  as  now,  into  the  adjoining  water  courses. 

The  profile,  which  accompanies  the  plan,  indicates  the  depth  of  the 
main  sewers  and  will  otherwise  explain  itself.  The  rock  excavation  has 
been  determined  from  the  results  of  borings  furnished  me.  Where  such 
were  not  available  assumptions  had  to  be  made.  It  goes  without  saying 
that  the  quantity  of  rock  to  be  excavated  materially  affects  the  cost. 

On  Templeton  and  Nelson  streets  it  will  be  necessary  to  raise  the 
street  surface,  so  as  to  provide  sufficient  covering  for  the  sewer.  This 
expedient  will  cost  less  than  lowering  the  sewer  for  its  entire  length.  It 
also  raises  the  level  of  the  overflow  at  the  river,  which  is  an  advantage 
both  in  economy  and  efficiency. 

In  proportioning  the  sizes  of  the  main  sewers  I  have  excluded  the 
storm  water  from  areas  close  to  the  Rideau  canal  and  river,  as  it  can  be 
permitted  to  enter  these  water  courses  without  detriment.  Of  the  entire 
undrained  territory  the  storm  water  from  about  300  acres  has  been  thus 
excluded  from  the  sewers  and  permitted  them  to  be  of  smaller  sizes. 

The  two  main  sewers  above  described  can  be  thoroughly  flushed 
by  water  from  the  Rideau  canal  at  times  when  there  is  a  surplus  of 
water  available.  The  eastern  main  sewer  may  also  be  flushed  with 
water  from  the  Rideau  River. 

The  estimates  of  cost  are  believed  to  be  ample  in  each  case  to 
carry  out  the  work,  excepting  that  they  do  not  include  the  cost  of 


\ 


25 

rights  of  way.  They  have  been  based  upon  information  received  at 
Ottawa  as  to  prices  of  material  and  labor,  and  as  to  the  character  of  the 
soil  and  rock  expected  to  be  found. 

It  has  been  assumed  that  the  sewers  are  built  of  brick,  with  proper 
care  they  could  with  advantage  be  built  of  concrete  and  the  24  inch 
sewers  of  pipe,  and  the  cost  thereby  reduced.  In  deep  rock  cuts  the 
sewers  were  estimated  to  have  an  egg  shape  to  save  width  of  cutting 
All  others  were  assumed  to  be  circular.  No  allowance  was  made  in  the 
estimates  for  street  water  inlets,  catch  basins,  or  private  sewers  to  the 
curb  lines. 

In  order  to  cover  some  doubtful  features,  particularly  as  to  rock 
excavation,  I  have  added  15  per  cent,  of  the  total  amounts  as  a  fund  for 
contingencies. 

Mr.  E.  H.  Keating's  advice,  to  establish  automatic  rain  gauges  in 
your  city,  I  can  heartily  endorse.  The  results  to  be  gained  there- 
from will  be  of  great  economic  value  at  a  future  time  when  the  city  is 
more  densely  built  up.  It  will  then  be  necessary  to  build  relief  sewers 
or  drains  to  carry  the  excessive  storm  water  to  the  rivers  and  a  record 
of  the  intensity  of  the  heaviest  storms  and  of  their  frequency  will  enable 
the  dimensions  to  be  accurately  determined. 

A  sewerage  system,  to  be  economical  and  to  give  perfect  satisfact 
tion  in  its  operation,  must  have  great  attention  given  to  the  proper  design 
of  the  numerous  details.  Most  of  the  trouble  that  usually  occurs  arises 
from  a  neglect  in  this  respect. 

In  the  Appendix  will  be  found  : 

r  Detailed  estimates  of  cost. 

II.  Table,  showing  location,  Sizes,  Slopes,  &c„  of  Main  Sewers. 

III,  Table,  showing  depth  of  Inverts  of  Sewers  below  the  surface 
at  various  points  on  the  lines  of  the  Main  and  Relief  Sewers. 

Very  Respectfully, 

RUDOLPH  HERING. 


